CN112036061A - Finite element modeling and dynamic response analysis method for omnibearing long and short leg tower line system - Google Patents
Finite element modeling and dynamic response analysis method for omnibearing long and short leg tower line system Download PDFInfo
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Abstract
The invention discloses a finite element modeling and dynamic response analysis method for an omnibearing long-short leg tower line system. The method comprises the following steps: acquiring longitude and latitude coordinates and elevation data of the centers of all towers of a line section to be researched; determining the direction of the power transmission line; converting longitude and latitude coordinates and elevation data into space XYZ coordinates; establishing ANSYS coordinates, and calculating new coordinates of each tower footing in ANSYS; establishing a wire frame model of all towers; establishing a pole tower finite element model for the line frame model attached attribute; establishing a finite element model of the ground wire; and calculating the wind and rain load, and loading the wind and rain load to a tower line system of the power transmission line to perform dynamic response analysis calculation. The method is suitable for modeling the tower line system under any terrain condition and line trend; the selection of the ANSYS coordinate system changes along with the trend change of the initial section of the line, and the modeling process is simplified. The invention can fully reflect the influence of wind and rain loads on the actual power transmission line.
Description
Technical Field
The invention belongs to the field of design and analysis of a power transmission system, and relates to an omnibearing long-short leg tower line system finite element modeling and dynamic response analysis method.
Background
The transmission line is a life line project related to the national civilization, and the safety of a transmission tower-line system directly determines the normal operation of the whole power grid. Natural disasters are the leading cause of tower collapse of power transmission lines in China, and typhoon disasters are the most serious in provinces and cities in the southeast coast of China.
At present, the power response research of the transmission line mainly comprises a wind tunnel test and a finite element numerical simulation method. However, for severe weather, especially typhoon, the wind tunnel cannot provide corresponding test wind speed, so that the finite element method is mainly adopted to calculate the dynamic response of the power transmission line under the severe weather load. The method is particularly important for accurately modeling the power transmission line according to actual geographic information, line trend and tower real objects, and is the basis of dynamic response analysis.
The existing research is basically concentrated on equal-span straight-line equal-length leg tower line segments on the same horizontal plane, a large number of actual transmission lines are erected in mountainous areas, tower legs are large in heel-to-toe, the elevations of four tower legs are different, the tower legs adopt omnibearing long and short legs instead of equal-length legs, the line trend is not straight, and deflection exists at most of towers. Because 4 tower legs of the same model of tower are different in length, the structure of the tower body is generally changed by 3 types, the length of the cross arms on the inner side and the outer side of the tower head is also adjusted according to different corner directions, the basic component angle steel of the model needs to be attached with a section, the material information needs to be pointed in the direction, and the arrangement and combination of all the factors cause the complexity of mountain line modeling.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to provide a finite element modeling and dynamic response analysis method of an omnibearing long-short leg tower line system suitable for all terrain elevations and line trends, so that the dynamic response analysis result of the wind and rain load of the power transmission line is more practical.
Therefore, the invention adopts the following technical scheme: the finite element modeling and dynamic response analysis method of the omnibearing long and short leg tower line system comprises the following steps:
step 2, determining the direction of the transmission line, numbering the transmission line from the iron tower at one end of the transmission line section in the step 1 in sequence, wherein the line direction is 1- >2- >3- > n if 1, 2, 3 … n-1 and n are numbered;
step 3, converting the longitude and latitude coordinates and the elevation data into space XYZ coordinates, and calculating coordinate increments DX, DY and DZ of the tower footing from 2# to n # relative to the tower footing 1# respectively;
step 4, establishing ANSYS coordinates, taking the intersection point of the central axis of the 1# tower and the horizontal plane where the tower foot of the longest tower leg is located as an origin, enabling the X axis to be parallel to the cross arm direction of the 1# tower, enabling the line direction 1- >2 to be the Z axis, enabling the tower height direction to be the Y axis, and calculating new coordinates of each tower footing in the ANSYS according to each coordinate increment in the step 3;
step 6, establishing a pole tower finite element model;
step 7, establishing a finite element model of the ground wire;
step 8, calculating wind load of the power transmission tower;
step 9, calculating the rain load of the power transmission tower;
and step 10, loading the wind and rain load on a tower wire finite element model (namely a tower finite element model and a ground wire finite element model) to perform dynamic response analysis calculation.
The method mainly comprises finite element model modeling of the actual transmission line and dynamic response analysis under severe weather wind and rain loads.
Further, in step 5, an APDL command stream is used in the coordinate system of the step 4 to establish a wire frame model of the n # tower, the central axis coincides with the Y axis, the cross arm is parallel to the X axis, and the Y coordinate of the longest tower leg is 0; after the establishment is finished, rotating and translating the N # tower wire frame model from the 1# tower footing to the N # tower footing, and shifting all the point and wire numbers by N to vacate a sufficient number space for the next tower; and similarly, establishing, rotating and translating the (N-1) # tower wire frame model, and shifting all the point numbers and the wire numbers by N until the establishment of all the tower wire frame models is finished.
Further, the pole tower finite element model in the step 6 is a wire frame model with attributes including BEAM unit BEAM180, angle steel section, direction key points, material density, yield strength and poisson ratio, and then all pole towers are subjected to meshing.
Further, the specific content of step 7 is: and simulating the ground wire by using LINK180 rod units, wherein the length of each rod unit is 1 meter, establishing a local coordinate system, and calculating the coordinate position of each node of the transmission wire between two hanging wire points according to the node coordinates of the hanging wire points of the tower and a catenary formula.
Further, the specific content of step 8 is: determining the wind speed of 10 meters in height according to meteorological data, giving out the wind speed profiles of the rest heights according to an exponential distribution formula, calculating the wind load by combining the windward side projection area of the power transmission tower line and a wind load model,
the formula of the exponential distribution is specifically as follows:
wherein: v10Is the average wind speed at a standard height of 10 m; v is the wind speed at Z meter height; alpha is the roughness coefficient.
Further, in the step 9, a Marshall-palm rain spectrum is adopted for the rain drop spectrum, the horizontal speed of the rain drops is driven by the horizontal wind speed, and the rain load of the power transmission tower is calculated by combining the momentum theorem and the impulse equivalence principle; the Marshall-Palmer rain spectrum is characterized in that the distribution of rain grain size and grain number in the rainfall process conforms to the following rules:
n(D,I)＝n0exp(-ΛD)，
in the above formula, eachThe meaning of the symbol: n (D, I) is the number of rain particles with the diameter of D under the condition that the rain intensity is I; constant n0＝8×103/(m3·mm)；Λ＝4.1×103/mm。
Further, the modeling process of the pole tower wire frame model in the step 5 mainly includes: dividing an iron tower into tower legs, a tower body and a tower head, respectively modeling, and connecting all modules through a common node; establishing models of all levels of connecting legs in advance, and respectively calling all levels of connecting legs by 4 tower legs according to leg lengths; and determining the inner side and the outer side of the corner of the cross arm according to the route steering.
Further, in step 5, the rotation amount of the wire frame model of the n # tower from the tower base 1 to the tower base n # is determined according to the following method:
there are three adjacent shaft towers ABC, line direction A- > B- > C, and C projection on straight line AB is D, has at B along the line direction:
(xB-xA)(yC-yD)>0，
turning the circuit to the left; x in the above formulaA、xB、yC、yDRespectively showing an X coordinate of a point A in a horizontal plane, an X coordinate of a point B in the horizontal plane, a Y coordinate of a point C in the horizontal plane and a Y coordinate of a point D in the horizontal plane;
(xB-xA)(yC-yD)<0，
turning the circuit to the right;
the rotation degree of the circuit at the position B is ≤ DBC, the specified sign is changed to positive at left and negative at right;
the rotation amount of the model at the tower base of n # relative to the initial model at 1# is equivalent to the sum of the rotation amounts of the lines at the tower bases from 2# to (n-1) # plus half of the rotation amount of the lines at n #;
the model at the n # tower base translates relative to the initial model at 1# by the coordinate increment of these two tower bases.
Further, in the step 6, the distance from the direction key point to the slope surface is larger than the geometrical size of the iron tower slope surface by more than 3 orders of magnitude, and the vertical projection point to the slope surface is in the slope surface, so that the angle steel slightly deflects around the ridge line compared with the actual position, but the deflection angle is small enough to be ignored (less than or equal to 0.001rad), and the error is smaller when the distance is longer.
Further, the catenary equation in step 7 is:
wherein x and z are calculated values of the node coordinates of each wire, and Q is the self weight of the wire in unit length; h is the horizontal tension of the transmission line; l is the horizontal distance between two suspension points; and c is the vertical height difference of the two suspension points.
The invention has the following beneficial effects: compared with the prior art, the method is suitable for modeling the tower-line system under any terrain condition and line trend, and facilitates the expansion of a line model; the proposed method for designating the direction of the angle steel greatly simplifies the conventional method for respectively designating the direction of each angle steel, and particularly shows more obvious advantages when the number of the angle steels is large; the selection of the ANSYS coordinate system changes along with the trend change of the initial section of the line, and the modeling process is simplified. The invention can fully reflect the influence of wind and rain loads on the actual power transmission line.
Drawings
FIG. 1 is a general flow chart of finite element modeling and dynamic analysis of an omnidirectional long and short leg tower line system;
FIG. 2 is a satellite diagram of a selected power transmission line segment in an application example of the present invention;
FIG. 3 is a schematic view of a tower wire system in an ANSYS coordinate system in an application example of the present invention;
FIG. 4 is a simulation of the orientation of a power transmission tower angle steel member in an application example of the present invention;
FIG. 5 is a horizontal rain load diagram for different rain intensities in an application example of the present invention;
FIG. 6 is a cloud view of stress axial forces of a 2# corner transmission tower in accordance with an exemplary embodiment of the present invention;
FIG. 7 is a cloud view of the axial force of a 3# corner transmission tower in an example of an application of the present invention;
FIG. 8 is a cloud diagram of the axial force of a No. 4 linear transmission tower in an application example of the present invention;
fig. 9 is a line pattern of three adjacent towers in the embodiment of the present invention.
Detailed Description
In order to make the method of the present invention better understood by those skilled in the art, the present invention will be further described with reference to the drawings and the detailed description of the specification, but the scope of the present invention is not limited to the following examples. Any modification and variation made within the spirit of the present invention and the scope of the claims fall within the scope of the present invention.
Examples
The embodiment provides an omnibearing long and short leg tower line system finite element modeling and dynamic response analysis method, which comprises the following steps:
step 2, determining the direction of the transmission line, numbering the transmission line from the iron tower at one end of the transmission line section in the step 1 in sequence, wherein the line direction is 1- >2- >3- > n if 1, 2, 3 … n-1 and n are numbered;
step 3, converting the longitude and latitude coordinates and the elevation data into space XYZ coordinates, and calculating coordinate increments DX, DY and DZ of the tower footing from 2# to n # relative to the tower footing 1# respectively;
step 4, establishing ANSYS coordinates, taking the intersection point of the central axis of the 1# tower and the horizontal plane where the tower foot of the longest tower leg is located as an origin, enabling the X axis to be parallel to the cross arm direction of the 1# tower, enabling the line direction 1- >2 to be the Z axis, enabling the tower height direction to be the Y axis, and calculating new coordinates of each tower footing in the ANSYS according to each coordinate increment in the step 3;
step 6, establishing a pole tower finite element model;
step 7, establishing a finite element model of the ground wire;
step 8, calculating wind load of the power transmission tower;
step 9, calculating the rain load of the power transmission tower;
and step 10, loading the wind and rain load on the tower line finite element model to perform dynamic response analysis calculation.
The modeling process of the tower wire frame model mainly comprises the following steps: dividing an iron tower into tower legs, a tower body and a tower head, respectively modeling, and connecting all modules through a common node; establishing models of all levels of connecting legs in advance, and respectively calling all levels of connecting legs by 4 tower legs according to leg lengths; and determining the inner side and the outer side of the corner of the cross arm according to the route steering.
In step 5, the rotation amount involved in rotating and translating the wire frame model of the n # tower from the tower base 1 to the tower base n # is determined according to the following method:
there are three adjacent towers ABC, and the projection of the line direction a- > B- > C on the straight line AB is D, as shown in fig. 9, there are:
(xB-xA)(yC-yD)>0，
turning the circuit to the left; x in the above formulaA、xB、yC、yDRespectively showing an X coordinate of a point A in a horizontal plane, an X coordinate of a point B in the horizontal plane, a Y coordinate of a point C in the horizontal plane and a Y coordinate of a point D in the horizontal plane;
(xB-xA)(yC-yD)<0，
turning the circuit to the right;
the rotation degree of the circuit at the position B is ≤ DBC, the specified sign is changed to positive at left and negative at right;
the rotation amount of the model at the tower base of n # relative to the initial model at 1# is equivalent to the sum of the rotation amounts of the lines at the tower bases from 2# to (n-1) # plus half of the rotation amount of the lines at n #;
the model at the n # tower base translates relative to the initial model at 1# by the coordinate increment of these two tower bases.
The tower finite element model in the step 6 is a wire frame model with attributes, including BEAM units BEAM180, angle steel sections, direction key points, material density, yield strength and Poisson ratio, and then, meshing is carried out on all towers.
In the step 6, the distance from the direction key point to the slope surface is larger than the geometrical size of the iron tower slope surface by more than 3 orders of magnitude, and the vertical projection point to the slope surface is in the slope surface, so that the angle steel slightly deflects around the ridge line compared with the actual position, but the deflection angle is small enough to be ignored (less than or equal to 0.001 rad).
The specific content of the step 7 is as follows: and simulating the ground wire by using LINK180 rod units, wherein the length of each rod unit is 1 meter, establishing a local coordinate system, and calculating the coordinate position of each node of the transmission wire between two hanging wire points according to the node coordinates of the hanging wire points of the tower and a catenary formula.
The catenary equation in step 7 is:
wherein x and z are calculated values of the node coordinates of each wire, and Q is the self weight of the wire in unit length; h is the horizontal tension of the transmission line; l is the horizontal distance between two suspension points; and c is the vertical height difference of the two suspension points.
The specific content of the step 8 is as follows: according to meteorological data, determining the wind speed of 10 meters in height, giving out the wind speed profiles of the rest heights according to an exponential distribution formula, calculating the wind load by combining the windward side projection area of the transmission tower line and a wind load model of building load regulation,
the formula of the exponential distribution is specifically as follows:
wherein: v10Is the average wind speed at a standard height of 10 m; v is the wind speed at Z meter height; alpha is the roughness coefficient.
Step 9, adopting a Marshall-palm rain spectrum to the raindrop spectrum, wherein the horizontal speed of raindrops is driven by the horizontal wind speed, and calculating the rain load of the power transmission tower by combining the momentum theorem and the impulse equivalence principle; the Marshall-Palmer rain spectrum is characterized in that the distribution of rain grain size and grain number in the rainfall process conforms to the following rules:
n(D,I)＝n0exp(-ΛD)，
in the above formula, the meaning of each symbol: n (D, I) is the number of rain particles with the diameter of D under the condition that the rain intensity is I; constant n0＝8×103/(m3·mm)；Λ＝4.1×103/mm。
Application example
The following is an application example using the method of the present invention.
In this case, a section of a transmission line from south to thailand is selected, as shown in fig. 2, including 5 towers and 4 lines, and the longitude and latitude coordinates of each tower and the elevation data obtained by the electronic map are obtained through the construction map.
Step 2, determining the direction of the power transmission line
Numbering is carried out in sequence from an iron tower at one end of a transmission line section, and the line direction is 1- >2- >3- >4- > 5.
And 3, converting the longitude and latitude coordinates and the elevation data into space XYZ coordinates, wherein the specific data are shown in a table 1.
TABLE 1 Pole tower longitude and latitude elevation data and XYZ coordinates
| Tower footing | Dongding Jing (°) | North latitude (°) | Elevation (Rice) | X (Rice) | Y (Rice) | Z (Rice) |
| 1 | 120.5720 | 27.70464 | 55 | 0 | 0 | 0 |
| 2 | 120.5749 | 27.70342 | 58 | 285.45 | -135.64 | 3 |
| 3 | 120.5763 | 27.70544 | 61 | 423.26 | 88.94 | 6 |
| 4 | 120.5795 | 27.70405 | 64 | 738.24 | -65.59 | 9 |
| 5 | 120.5822 | 27.70287 | 67 | 1004.00 | -196.78 | 12 |
Step 4, establishing ANSYS coordinates
And (3) calculating new coordinates of each tower footing in ANSYS according to XYZ coordinates in the step 3 by taking the intersection point of the central axis of the 1# tower and the horizontal plane where the tower foot of the longest tower leg is located as an origin, the X axis is parallel to the cross arm direction of the 1# tower, the line directions 1- >2 are Z axes, and the tower height direction is a Y axis, wherein the specific data are shown in a table 2.
TABLE 2 coordinates of each tower footing in ANSYS-selected coordinate system
| Tower footing | X | Y (elevation direction) | |
| 1 | 0 | 0 | 0 |
| 2 | 0 | 3 | -316.04 |
| 3 | -261.99 | 6 | -344.12 |
| 4 | -257.58 | 9 | -694.93 |
| 5 | -253.86 | 12 | -991.29 |
And (4) firstly establishing a No. 5 tower wire frame model by using an APDL command stream in the coordinate system of the step (4), wherein the central axis is superposed with the Y axis, the cross arm is parallel to the X axis, and the Y coordinate of the longest tower leg is 0. After the establishment is finished, the No. 5 wire frame model is rotated and translated from the No. 1 tower footing to the No. 5 tower footing, all the points and lines are numbered by 10000, and enough numbering space is left for the next tower. And similarly, establishing, rotating and translating the No. 4 tower, and shifting all the point numbers and the line numbers by 10000 until the establishment of all the tower models is finished.
1 and 5 are end towers of the selected line section, and only the results of 2, 3 and 4 are considered in order to remove the influence of the end towers when the line response is analyzed, so that the steering deflection angle of the tower along the line direction is only considered at 2, 3 and 4, and 1 and 5 are not considered. Along the direction of the line, the direction and the size of the corner of the line at each tower footing are as follows: the 2# left turn 83.88 °, the 3# right turn 84.60 °, and the 4# right turn without deflection, which is a straight line, the overall line direction is as shown in fig. 3.
Step 6, establishing a pole tower finite element model
And the attributes of the wire frame model comprise BEAM units BEAM180, angle steel sections and direction key points, material density, yield strength and Poisson ratio, and then all towers are subjected to meshing.
Angle steel direction key point example. The coordinates of four corner points on a slope surface of a tower body are set to be A (-5,0,5) B (5,0,5) C (-1.6,21,1.6) D (1.6,21,1.6), the maximum distance between two points on a plane ABCD is AD 22.3 m, a perpendicular line passing through A is taken as the plane ABCD, 2 points on the perpendicular line are taken and respectively positioned at two sides of the plane, the distance from the plane to the plane is more than 22.3 multiplied by 1000 m, a pair of coordinates meeting requirements is E (-5,3570,22055), F (-5, -3570, -22045), and the two points can be used for designating any angle steel in the ABCD plane. The angle steel obtained by the method is oriented as shown in figure 4.
Step 7, establishing a finite element model of the ground wire
The ground wire is simulated by using LINK180 rod units, and the length of each rod unit is 1 meter. And establishing a local coordinate system, and calculating the coordinate position of each node of the transmission conductor between two hanging wire points according to the node coordinates of the tower hanging wire points and a catenary formula. The operation horizontal tension of the transmission line is 0.25 times of the breaking force, and the parameters of the ground wires are shown in the table 3. And finishing establishing the finite element model of the tower line system.
TABLE 3 ground lead parameters
| Parameter(s) | JL/G1A-400/35 | JLB20A-120 |
| Cross sectional area/mm2 | 425.24 | 121.21 |
| Outer diameter/mm | 26.8 | 14.25 |
| Mass per unit length/(kg/km) | 1347.5 | 810 |
| Modulus of elasticity/MPa | 65000 | 147200 |
| Breaking force/N | 103670 | 146180 |
Step 8, wind load calculation
Taking the wind speed at the height of 10 meters as 40m/s, and the local ground condition of the power transmission line as a B-type landform, wherein the roughness takes a value of 0.15 according to the building load specification; and calculating the wind load by combining the windward side projection area of the transmission tower line and a wind load model.
Step 9, rain load calculation
The raindrop spectrum adopts a Marshall-Palmer raindrop spectrum, the horizontal speed of raindrops is driven by the horizontal wind speed, and the rainload of the power transmission tower is calculated by combining the momentum theorem and the impulse equivalence principle. Due to the use of infinite integration, the rain load programming was performed using Python, and the rain loads corresponding to different rain intensities are shown in fig. 5.
Step 10, dynamic response calculation
And loading the wind and rain load on the tower line finite element model for dynamic response analysis and calculation, wherein 2#, 3#, and 4# tower axial force cloud charts are respectively shown in fig. 6, 7, and 8.
Claims (10)
1. The finite element modeling and dynamic response analysis method of the omnibearing long and short leg tower line system is characterized by comprising the following steps of:
step 1, determining longitude and latitude coordinates and elevation data of a transmission line section to be modeled and centers of all towers;
step 2, determining the direction of the transmission line, numbering the transmission line from the iron tower at one end of the transmission line section in the step 1 in sequence, wherein the line direction is 1- >2- >3- > n if 1, 2, 3 … n-1 and n are numbered;
step 3, converting the longitude and latitude coordinates and the elevation data into space XYZ coordinates, and calculating coordinate increments DX, DY and DZ of the tower footing from 2# to n # relative to the tower footing 1# respectively;
step 4, establishing ANSYS coordinates, taking the intersection point of the central axis of the 1# tower and the horizontal plane where the tower foot of the longest tower leg is located as an origin, enabling the X axis to be parallel to the cross arm direction of the 1# tower, enabling the line direction 1- >2 to be the Z axis, enabling the tower height direction to be the Y axis, and calculating new coordinates of each tower footing in the ANSYS according to each coordinate increment in the step 3;
step 5, establishing wire frame models of all towers;
step 6, establishing a pole tower finite element model;
step 7, establishing a finite element model of the ground wire;
step 8, calculating wind load of the power transmission tower;
step 9, calculating the rain load of the power transmission tower;
and step 10, loading the wind and rain load on the tower line finite element model to perform dynamic response analysis calculation.
2. The finite element modeling and dynamic response analysis method of the omnibearing long and short leg tower wire system according to claim 1, wherein in step 5, an n # tower wire frame model is established in the coordinate system of step 4 by using APDL command stream, the central axis coincides with the Y axis, the cross arm is parallel to the X axis, and the Y coordinate of the longest tower leg is 0; after the establishment is finished, rotating and translating the N # tower wire frame model from the 1# tower footing to the N # tower footing, and shifting all the point and wire numbers by N to vacate a sufficient number space for the next tower; and similarly, establishing, rotating and translating the (N-1) # tower wire frame model, and shifting all the point numbers and the wire numbers by N until the establishment of all the tower wire frame models is finished.
3. The method for finite element modeling and dynamic response analysis of an omnidirectional long and short leg tower line system according to claim 1, wherein the tower finite element model in the step 6 is a wire frame model attached attribute comprising a BEAM unit BEAM180, an angle steel section, a direction key point, a material density, a yield strength and a poisson ratio, and then all towers are subjected to meshing.
4. The finite element modeling and dynamic response analysis method of the omnibearing long and short leg tower line system according to claim 1, wherein the specific contents in step 7 are as follows: and simulating the ground wire by using LINK180 rod units, wherein the length of each rod unit is 1 meter, establishing a local coordinate system, and calculating the coordinate position of each node of the transmission wire between two hanging wire points according to the node coordinates of the hanging wire points of the tower and a catenary formula.
5. The finite element modeling and dynamic response analysis method of the omnibearing long and short leg tower line system according to claim 1, wherein the specific contents of step 8 are as follows: determining the wind speed of 10 meters in height according to meteorological data, giving out the wind speed profiles of the rest heights according to an exponential distribution formula, calculating the wind load by combining the windward side projection area of the power transmission tower line and a wind load model,
the formula of the exponential distribution is specifically as follows:
wherein: v10Is the average wind speed at a standard height of 10 m; v is the wind speed at Z meter height; alpha is the roughness coefficient.
6. The finite element modeling and dynamic response analysis method of the omnibearing long and short leg tower line system according to claim 1, wherein in step 9, a Marshall-Palmer rain spectrum is adopted for a rain drop spectrum, the horizontal speed of the rain drop is driven by the horizontal wind speed, and the rain load of the power transmission tower is calculated by combining the momentum theorem and the impulse equivalence principle; the Marshall-Palmer rain spectrum is characterized in that the distribution of rain grain size and grain number in the rainfall process conforms to the following rules:
n(D,I)＝n0exp(-ΛD)，
in the above formula, the meaning of each symbol: n (D, I) is the number of rain particles with the diameter of D under the condition that the rain intensity is I; constant n0＝8×103/(m3·mm)；Λ＝4.1×103/mm。
7. The finite element modeling and dynamic response analysis method of the omnibearing long and short leg tower wire system according to claim 1, wherein the modeling process of the tower wire frame model in the step 5 mainly comprises: dividing an iron tower into tower legs, a tower body and a tower head, respectively modeling, and connecting all modules through a common node; establishing models of all levels of connecting legs in advance, and respectively calling all levels of connecting legs by 4 tower legs according to leg lengths; and determining the inner side and the outer side of the corner of the cross arm according to the route steering.
8. The finite element modeling and dynamic response analysis method of the omnibearing long and short leg tower wire system according to claim 2, wherein the rotation amount involved in the step 5 of rotating and translating the wire frame model of the n # tower from the tower base No. 1 to the tower base No. n is determined according to the following method:
there are three adjacent shaft towers ABC, line direction A- > B- > C, and C projection on straight line AB is D, has at B along the line direction:
(xB-xA)(yC-yD)>0，
turning the circuit to the left; x in the above formulaA、xB、yC、yDRespectively showing an X coordinate of a point A in a horizontal plane, an X coordinate of a point B in the horizontal plane, a Y coordinate of a point C in the horizontal plane and a Y coordinate of a point D in the horizontal plane;
(xB-xA)(yC-yD)<0，
turning the circuit to the right;
the rotation degree of the circuit at the position B is ≤ DBC, the specified sign is changed to positive at left and negative at right;
the rotation amount of the model at the tower base of n # relative to the initial model at 1# is equivalent to the sum of the rotation amounts of the lines at the tower bases from 2# to (n-1) # plus half of the rotation amount of the lines at n #;
the model at the n # tower base translates relative to the initial model at 1# by the coordinate increment of these two tower bases.
9. The finite element modeling and dynamic response analysis method for the omnibearing long and short leg tower line system according to claim 3, wherein in the step 6, the distance from the direction key point to the slope surface is more than 3 orders of magnitude larger than the geometrical size of the iron tower slope surface, and the vertical projection point to the slope surface is in the slope surface, so that the angle steel slightly deflects around the ridge line compared with the actual position.
10. The method for finite element modeling and dynamic response analysis of an all-dimensional tower line system with long and short legs according to claim 4, wherein the catenary equation in step 7 is as follows:
wherein x and z are calculated values of the node coordinates of each wire, and Q is the self weight of the wire in unit length; h is the horizontal tension of the transmission line; l is the horizontal distance between two suspension points; and c is the vertical height difference of the two suspension points.
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